Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 1 OF 16
PROJECT : velasco PROJECT NO.
CHECKED BY: DATESUBJECT : F1
PREP'D BY: HNJ DATE 1/24/2005
Footing Dimensions MATERIALS LOAD FACTORSL 1.80 M fc' 28.00 MPa D 1.50 M DL 1.20B 1.30 M fy 460.00 MPa qnet 220.00 kPa LL 1.60t 400 mm qa 220.00 kPa 22.46 kN EQ 1.27
c. c. 65 mm 21.00 b 0.85 WL 0.00Column Dimensions SERVICE LOADSCL1 300 mm Axial Loads Moment X Moment YCB1 600 mm -50.00 kN 21.00 kN-M 21.00 kN-MCL1 300 mm 54.20 kN 21.00 kN-M 21.00 kN-M
CB1 600 mm 30.00 kN 16.00 kN-M 16.00 kN-M
Reinforcing Bar 0.00 kN 0.00 kN-M 0.00 kN-M
16 mmc.c. - conc. cover DL - Dead Load EQ - Earthquake Load
16 mm
150 mmLL - Live Load WL - Wind Load
150 mm
CHECK FOR BEARING CAPACITYA. GRAVITY LOADS
q =P
+6Mx
+6My
A
q = 154.06 <qnet
= 220 ok
B. GRAVITY + LATERAL LOADS
q =P
+6Mx
+6My
A
q = 221.23 <1.3qnet
= 286 ok
d = 311 mm fua = 53.29 kPaPu = 48.62 kN fub = 222.35 kPa
Mux = 59.34 Kn-M fuc = -11.74 kPaMuy = 59.34 Kn-M fud = -180.80 kPa
Pu/LB = 20.78 kPa = 20.78 kPa
CHECK FOR ONE WAY SHEAR (BEAM SHEAR@CRITICAL SECTION)0.439 0.039
Vu = fumax[(L-CL)/2-d][(B-CB)/2-d] = 3.8068 kN = = 0.37 MPa= = ### MPa > = 0.37 ok
CHECK FOR TWO WAY SHEAR (PUNCHING SHEAR)1 3.044
WTftg
d soil kN/M3
PDL MXDL MYDL
PLL MXLL MYLL
PEQ MXEQ MYEQ
PWL MXWL MYWL
FL D - depth of soil if considered
FB
SPACING ALONG L - DIR d soil - soil density if
consideredSPACING ALONG B - DIR
LB2 BL2
LB2 BL2
fuave.
nu Vu/fbdna nu√ fc ' /6
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 2 OF 16
PROJECT : velasco PROJECT NO.
CHECKED BY: DATESUBJECT : F1
PREP'D BY: HNJ DATE 1/24/2005
Vu = Pu-qu*Ap = ### kN = = 0.05 MPa= = ### MPa > = 0.05 ok
CHECK FOR FLEXURAL (BENDING) CAPACITYREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION
As = 30,159.29 As = 30,159.29r = 0.07460 r = 0.05388
= 0.00304 < r ok = 0.00304 < r ok= 0.01867 < rnot good = 0.01867 < rnot good
a = 448.39 0.75 a = 323.84 0.35Mcap = = 1,083.83 Mcap = = 1,861.41Mu = = 81.30 Mu = = 17.70
Mcap > Mu ok Mcap > Mu ok
CHECK FOR DEVELOPMENT LENGTHREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION
201.06 201.06Ldreq = = 350 mm Ldreq = = 350 mm
Ldprov = [(L-CL)/2]-cc = 685 mm Ldprov = [(B-CB)/2]-cc = 285 mm
Ldprov > Ldreq ok Ldprov < Ldreq not good
CHECK FOR BEARING ON FOOTINGA1 180000 A2### 3.97711 2Pc = = 5,998 kN > Pu = 48.615 kN safe
np Vu/fbdna np
mm2 mm2
rmin rminrmax rmax
f0.85fc'aBd(1-a/2d) f0.85fc'aLd(1-a/2d)
√ fc ' /3
qu(B)(L−CL2
)2
2
qu(L)(B−CB2
)2
2
0 .02 Abfy
√ fc '0 .02 Abfy
√ fc '
φ0 .85 fc ' A1√ A2 A1
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 3 OF 16
PROJECT : velasco PROJECT NO.
CHECKED BY: DATESUBJECT : F1
PREP'D BY: HNJ DATE 1/24/2005
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 4 OF 16
1/24/2005
LOAD FACTORS1.201.601.270.00
SERVICE LOADSMoment Y
kN-MkN-M
kN-M
kN-M
D - depth of soil if considered
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 5 OF 16
1/24/2005
REINFORCEMENT ALONG B DIRECTION
REINFORCEMENT ALONG B DIRECTION
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 6 OF 16
1/24/2005
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 7 OF 16
NODE NUMBER FX (kN) FY (kN) FZ (kN) MX (kNm) MY (kNm) MZ (kNm)
33 -12.15 3.4 74.97 0 0 033 -12.16 3.15 48.71 0 0 033 -4.33 0.98 8.89 0 0 033 20.41 1.77 34.65 0 0 033 0.84 6.87 41.42 0 0 033 0.31 0.81 5.85 0 0 035 12.59 3.35 75.31 0 0 035 12.61 3.09 48.94 0 0 035 4.56 0.95 9.01 0 0 035 20.41 1.51 32.87 0 0 035 0.85 6.9 42.82 0 0 035 0.3 0.79 6.04 0 0 037 6.31 26.62 178.85 0 0 037 6.44 25.1 156.35 0 0 037 3.04 7.75 54.2 0 0 037 3.47 8.04 7.58 0 0 037 0.14 39.3 29.61 0 0 037 0.04 4.11 6.8 0 0 039 -6.24 26.95 178.59 0 0 039 -6.39 25.58 156.07 0 0 039 -3.02 7.99 54.05 0 0 039 3.46 9.57 8.41 0 0 039 0.14 39.16 29.45 0 0 039 0.05 4.24 7.03 0 0 0
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 8 OF 16
Case name FX (kN) FY (kN) FZ (kN)
SW 33 -12.15 3.4 74.97 0 0 0SDL 33 -12.16 3.15 48.71 0 0 0LL 33 -4.33 0.98 8.89 0 0 0
Seismic UBC 97 Direction_X 33 20.41 1.77 34.65 0 0 0Seismic UBC 97 Direction_Y 33 0.84 6.87 41.42 0 0 0Seismic UBC 97 Direction_Z 33 0.31 0.81 5.85 0 0 0
SW 35 12.59 3.35 75.31 0 0 0SDL 35 12.61 3.09 48.94 0 0 0LL 35 4.56 0.95 9.01 0 0 0
Seismic UBC 97 Direction_X 35 20.41 1.51 32.87 0 0 0Seismic UBC 97 Direction_Y 35 0.85 6.9 42.82 0 0 0Seismic UBC 97 Direction_Z 35 0.3 0.79 6.04 0 0 0
SW 37 6.31 26.62 178.85 0 0 0SDL 37 6.44 25.1 156.35 0 0 0LL 37 3.04 7.75 54.2 0 0 0
Seismic UBC 97 Direction_X 37 3.47 8.04 7.58 0 0 0Seismic UBC 97 Direction_Y 37 0.14 39.3 29.61 0 0 0Seismic UBC 97 Direction_Z 37 0.04 4.11 6.8 0 0 0
SW 39 -6.24 26.95 178.59 0 0 0SDL 39 -6.39 25.58 156.07 0 0 0LL 39 -3.02 7.99 54.05 0 0 0
Seismic UBC 97 Direction_X 39 3.46 9.57 8.41 0 0 0Seismic UBC 97 Direction_Y 39 0.14 39.16 29.45 0 0 0Seismic UBC 97 Direction_Z 39 0.05 4.24 7.03 0 0 0
NODE NUMBE
R
MX (kNm)
MY (kNm)
MZ (kNm)
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 9 OF 16
Case name FX (kN) FY (kN) FZ (kN)
SW 20.41 39.3 178.85 0 0SDL -12.16 0.79 5.85 0 0LL
Seismic UBC 97 Direction_XSeismic UBC 97 Direction_YSeismic UBC 97 Direction_Z
SW SUPPORT FX (kN) FY (kN) FZ (kN)SDL 33 20.41 1.77 34.65 0 0LL 33 -12.16 3.15 48.71 0 0
Seismic UBC 97 Direction_X 37 0.14 39.3 29.61 0 0Seismic UBC 97 Direction_Y 35 0.3 0.79 6.04 0 0Seismic UBC 97 Direction_Z 37 6.31 26.62 178.85 0 0
SW 33 0.31 0.81 5.85 0 0SDL 33 -12.15 3.4 74.97 0 0LL 33 -12.15 3.4 74.97 0 0
Seismic UBC 97 Direction_X 33 -12.15 3.4 74.97 0 0Seismic UBC 97 Direction_Y 33 -12.15 3.4 74.97 0 0Seismic UBC 97 Direction_Z 33 -12.15 3.4 74.97 0 0
SW 33 -12.15 3.4 74.97 0 0SDLLL
Seismic UBC 97 Direction_XSeismic UBC 97 Direction_YSeismic UBC 97 Direction_Z
MX (kNm)
MY (kNm)
MX (kNm)
MY (kNm)
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 10 OF 16
Axial Loads Moment X0 -50.00 kN0 54.20 kN
30.00 kN0.00 kN
000000000000
MZ (kNm)
PDL MXDL
PLL MXLL
PEQ MXEQ
PWL MXWL
MZ (kNm)
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 11 OF 16
PROJECT : velasco PROJECT NO.
CHECKED BY: DATESUBJECT : F1
PREP'D BY: HNJ DATE 1/24/2005
Footing Dimensions MATERIALS LOAD FACTORSL 1.80 M fc' 28.00 MPa D 1.50 M DL 1.20B 1.30 M fy 460.00 MPa qnet 220.00 kPa LL 1.60t 400 mm qa 220.00 kPa 22.46 kN EQ 1.27
c. c. 65 mm 21.00 b 0.85 WL 0.00Column Dimensions SERVICE LOADSCL 300 mm Axial Loads Moment X Moment Y
CB 600 mm -50.00 kN 21.00 kN-M 21.00 kN-M
Reinforcing Bar 54.20 kN 21.00 kN-M 21.00 kN-M16 mm 30.00 kN 16.00 kN-M 16.00 kN-M
16 mm 0.00 kN 0.00 kN-M 0.00 kN-MNL 7 c.c. - conc. cover DL - Dead Load EQ - Earthquake Load D - depth of soil if considered
NB 7 NL/NB- no. of bars along L or B LL - Live Load WL - Wind Load
CHECK FOR BEARING CAPACITYA. GRAVITY LOADS
q =P
+6Mx
+6My
A
q = 154.06 < qnet = 220 ok
B. GRAVITY + LATERAL LOADS
q =P
+6Mx
+6My
A
q = 221.23 < 1.3qnet = 286 ok
d = 311 mm fua = 53.29 kPaPu = 48.62 kN fub = 222.35 kPa
Mux = 59.34 Kn-M fuc = -11.74 kPaMuy = 59.34 Kn-M fud = -180.80 kPa
Pu/LB = 20.78 kPa = 20.78 kPa
CHECK FOR ONE WAY SHEAR (BEAM SHEAR@CRITICAL SECTION)0.439 0.039
Vu = fumax[(L-CL)/2-d][(B-CB)/2-d] = 3.8068 kN = = 0.37 MPa= = 0.88 MPa > = 0.37 ok
CHECK FOR TWO WAY SHEAR (PUNCHING SHEAR)0.55662 3.044
Vu = Pu-qu*Ap = 37.0508 kN = = 0.05 MPa= = 1.76 MPa > = 0.05 ok
WTftg
d soil kN/M3
PDL MXDL MYDL
PLL MXLL MYLL
FL PEQ MXEQ MYEQ
FB PWL MXWL MYWL
No. of bars d soil - soil density if considered
LB2 BL2
LB2 BL2
fuave.
nu Vu/fbdna nu
np Vu/fbdna np
X
YL
t
Mx
MyB
P
a
c
b
d
CL
CB
D
soil
√ fc ' /6
√ fc ' /3
Ref. No. : ST-FORM#008 Rev. No. : 0 Rev. Date : 10/21/97
DCCD ENGINEERING CORPORATION SHEET 12 OF 16
PROJECT : velasco PROJECT NO.
CHECKED BY: DATESUBJECT : F1
PREP'D BY: HNJ DATE 1/24/2005
CHECK FOR FLEXURAL (BENDING) CAPACITYREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION
As = 1,407.43 As = 1,407.43r = 0.00348 r = 0.00251
= 0.00304 < r ok = 0.00304 > r not good= 0.01867 > r ok = 0.01867 > r ok
a = 20.92 0.75 a = 15.11 0.35Mcap = = 175.12 Mcap = = 176.81Mu = = 81.30 Mu = = 17.70
Mcap > Mu ok Mcap > Mu ok
CHECK FOR DEVELOPMENT LENGTHREINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION
201.06 201.06Ldreq = = 350 mm Ldreq = = 350 mm
Ldprov = [(L-CL)/2]-cc = 685 mm Ldprov = [(B-CB)/2]-cc = 285 mm
Ldprov > Ldreq ok Ldprov < Ldreq not good
CHECK FOR BEARING ON FOOTINGA1 180000 A2 2847136 3.97711 2Pc = = 5,998 kN > Pu = 48.615 kN safe
mm2 mm2
rmin rminrmax rmax
f0.85fc'aBd(1-a/2d) f0.85fc'aLd(1-a/2d)
qu(B)(L−CL2
)2
2
qu(L)(B−CB2
)2
2
0 .02 Abfy
√ fc '0 .02 Abfy
√ fc '
φ0 .85 fc ' A1√ A2 A1
FX (kN) FY (kN) FZ (kN) MX (kNm) MY (kNm) MZ (kNm)
33 -12.15 3.4 74.97 0 0 033 -12.16 3.15 48.71 0 0 033 -4.33 0.98 8.89 0 0 033 20.41 1.77 34.65 0 0 033 0.84 6.87 41.42 0 0 033 0.31 0.81 5.85 0 0 035 12.59 3.35 75.31 0 0 035 12.61 3.09 48.94 0 0 035 4.56 0.95 9.01 0 0 035 20.41 1.51 32.87 0 0 035 0.85 6.9 42.82 0 0 035 0.3 0.79 6.04 0 0 037 6.31 26.62 178.85 0 0 037 6.44 25.1 156.35 0 0 037 3.04 7.75 54.2 0 0 037 3.47 8.04 7.58 0 0 037 0.14 39.3 29.61 0 0 037 0.04 4.11 6.8 0 0 039 -6.24 26.95 178.59 0 0 039 -6.39 25.58 156.07 0 0 039 -3.02 7.99 54.05 0 0 039 3.46 9.57 8.41 0 0 039 0.14 39.16 29.45 0 0 039 0.05 4.24 7.03 0 0 0
NODE NUMBER
SWSDLLL
SWSDLLL
SWSDLLL
SWSDLLL
Case name
Seismic UBC 97
Direction_X
Seismic UBC 97
Direction_Y
Seismic UBC 97
Direction_Z
Seismic UBC 97
Direction_X
Seismic UBC 97
Direction_Y
Seismic UBC 97
Direction_Z
Seismic UBC 97
Direction_X
Seismic UBC 97
Direction_Y
Seismic UBC 97
Direction_Z
Seismic UBC 97
Direction_X
Seismic UBC 97
Direction_Y
Seismic UBC 97
Direction_Z
NODE NUMBER COUNTER 24#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
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